Residential Applications of Sustainable Stormwater Techniques
To Alleviate Combined Sewer Overflow
Garfield Heights, Ohio
An Honors Thesis (LA 404)
by
Jarlath L Caldwell
Thesis Advisor
Carla Corbin
Ball State University
Muncie, Indiana
8 May 2009
9 May 2009 Graduation
Abstract
The issue of water quality is often associated with the city of Cleveland, Ohio, usually for its historical lack of concern. Since
the inception of the Clean Water Act, there has been a nationwide reduction in point source pollution that has contaminated our
waterways. While that source of pollution has been reduce, urban centers that are serviced by a Combined Sewer System (CSS) still
emptying raw sewage into waterways as a result of Combined Sewer Overflow (CSO).
CSO is a result of an excessive amount of "waste" water that enters the system over a short period of time that is often the
result of a storm event. Through a new approach to stormwater infrastructure, the amount of wastewater that enters one of Cleveland's
CSS's shall be reduced by designing the residential network of a community to incorporate Green Infrastructure practices. The
residential landscape presents the ideal instrument through which stormwater management can be implemented along with educating
the residents of a community about their impact upon the broader reality of CSO and the quality of our waterways.
Can you find the river that first made the city? Look behind the unkempt industry, cross the grassy railroad tracks
and you will find the rotting piers and there is the great river, scummy and brown, wastes and sewage bobbing
easi~v up and down with the tide, endlessly renewed.
-Ian McHarg, 1969
Design With Nature
Acknowledgements
Foundation
To my family for their continued love and support. Thank you Grandma and Grandpa,
Mom, Dad, Taige, Darragh, Benvy and Kat
Guidance
A special thanks to Carla Corbin who helped me through the process and structure of my project, and to the faculty of Ball State
University Landscape Architecture
Inspiration
To the 2009 Graduating Class of Landscape Architecture from Ball State University
RESIDENTIAL APPLICATIONS OF SUSTAINABLE
STORMWATER TECHNIQUES
To Alleviate C01nbined Sewer Overflow
Garfield Heights, OH
larlath L. Caldwell
Ball State University
I. ABSTRAC(
The issue of water quality is often associated with the city of Cleveland, Ohio, usually
for its historical lack of concern. Since the inception of the Clean Water Act, there has been a
nationwide reduction in point source pollution that has contaminated our waterways. While
that source of pollution has been reduce, urban centers that are serviced by a Combined
Sewer System (CSS) still emptying raw sewage into waterways as a result of Combined
Sewer Overflow (CSO).
CSO is a result of an excessive amount of "waste" water that enters the system over
a short period of time that is often the result of a storm event. Through a new approach to
stormwater infrastructure, the amount of wastewater that enters one of Cleveland's CSS's
shall be reduced by designing the residential network of a community to incorporate Green
Infrastructure practices. The residential landscape presents the ideal instrument through
which stormwater management can be implemented along with educating the residents
of a community about their impact upon the broader reality of CSO and the quality of our
waterways.
Can youjind the river thatfirst made the city? Look behind the unkempt
industry, cross the grassy railroad trach and you will jind the rotting piers and
there is the great rive!; scummy and brown, wastes and sewage bobbing easily
up and down with the tide, endlessly renewed.
-Ian McHarg, 1969
Design With Nature
Figure 1.1
Urban Waterwa:v
(www.unon.org)
Chapter 1
Abstract
1
IIi
.. CKNOWLEDGEMENTS
Foundation
To my family for their continued love and support. Thank you Grandma and Grandpa,
Mom, Dad, Taigc, Darragh, Bcnvy and Kat
Guidance
A special thanks to Carla Corbin who helped me through the process and structure of my
project, and to the faculty of Ball State University Landscape Architecture
Inspiration
To the 2009 Graduating Class of Landscape Architecture from Ball State University
Chapter II
Achnowledgements
2
III
INTRODUCTION
The importance of water can often be
overlooked. It flows through our cities
and falls from the skies. Yet over the last
half decade, it has become apparent the
effect we as a society have had on this
natural resource. The cause has been both
ignorance and self gain at the expense of
the environment. In man's quest for wealth,
waterways were treated as highways and
pollution dumps.
The infrastructure of the past must now
be remedied by the coming generation of
designers and ecologists. Today's pollution
sources are leaked from our cities and our
homes through a sewer system that is prone
to overflowing. The rain that falls is no
longer staying where it lands, but is being
carried off into this same system that treats
our waste. It is time to reassess the issue and
it begins with our homes.
The city is composed of varying parts and
functions with equally varying amounts of
impervious surfaces, yet that is something
that ties all human development together.
The coating of our earth with development
causes the same issue wherever it is applied.
The urban core is dominated equally by the
consolidation of people and the structures
and systems that house our efficiency.
Rooftops to roads create an infrastructure
of economic development, but also
pollution. Beyond this harsh hardscaped
landscape and the public mass are the
residential neighborhoods built around the
family unit and community. Working with
these personal elements of humanity, an
acceptable sustainable solution has been
created to address our water quality dilemma
because it is a human goal to strive for the
health of our planet and our future.
We can no longer plead ignorance after the
effects of our actions are known. The city is
of human creation, currently in disharmony
with the naturally hydraulic world that flows
through and beneath it. The steps that need
to be taken to return to our natural harmony
will begin in our homes and each individuals
attempt at solving water pollution.
Chapter III
Introduction
3
IV
;'ABLE OF CONTENTS
Garfield Heights Analysis, continued
Preliminary Analysis
1
Xv.
2
XVI.
XVII. Type A Roadway
45
Table of Contents
3
4
XVIII. Type BRoadway
Table of Figures
5
XIX.
Type C Roadway
46
47
Defining the Issue
6-9
10-11
XX.
Zoning Investigation
48
XXI.
Type 1 Residence
49
Envisioned Project Goals
& Objectives
12
XXII. Type 2 Residence
50
51
VIII.
Benefits of Design
13
IX.
Definition ofTenns
14
I.
II.
III.
IV.
IVa.
V.
VI.
VII.
Abstract
Acknowledgements
I ntroducti on
The Philosophy of Water
Stonnwater Generation
Right of Way Analysis
42-43
44
XXIII. Type 3 Residence
Green Infrastructure
X.
Green Infrastructure
15-16
XL
Precedent Studies
17-22
Garfield Heights Analysis
Design
XXIV. Residential Green Infrastructure 52
Detailed Designs
XXv. Type A- 114th S1. Design
53-55
XXVI. Type B- Thornton Ave. Design 56-58
XXVII. Type C- 117th St. Design
59-61
XXVIII.Type 1 Residence Design
62-64
XII.
Defining the Site
23-28
XXIX. Type 2 Residence Design
XIII.
Environmental Site Investigation
29-31
XXX. Type 3 Residence Design
65-67
68-70
Topography
29
Hydrology
29
XXXI. Works Cited
71
Soil Analysis
30
31
ApendixA
NEORSD Information
Apendix B
Soil Description
72
73
Winter Impact
XlV.
Investigation ofImpervious Surfaces 32-41
Public Impervious Analysis
Private Impervious Analysis
Total Impervious Analysis
33-34
35-38
39-41
Chapter IV
Table o.fContents
4
IV
TABLE OF FIGURES
Preliminary Analysis
L
V.
VI.
VIII.
IX.
Fig.
Fig.
Fig.
Fig.
1.1
5.1
5.2
5.3
Fig. 5.4-.5
Fig. 6.1
Fig. 6.2
Tab. 8.1
Fig. 9.1
1
6
7
8
9
10
11
13
14
Green Infrastructure
X.
XL
Fig.
Fig.
Fig.
Fig.
Fig.
Fig.
Fig.
10.1-.2
10.3
11.1-.3
11.4-.5
11.6
11.7-.8
11.9
Fig. 11.10
15
16
17
18
19
20
21
22
Garfield Heights Analysis
XII.
Fig.
Fig.
Fig.
Fig.
Fig.
Fig.
12.1-.2
12.3
12.4
12.5
12.6-.7
12.8
23
24
25
26
27
28
XIII.
XlV.
Fig. 1 la-b
Tab. 13.1-.2
Fig. 13.2
Fig. 14.1
Fig. 14.2
Fig. 14.3
Fig. 14.4
Fig. 14.5
Fig. 15.1
Xv.
Tab. 15.1
Fig. 15.2
Tab. 15.2
XVI. Fig. 16.1
XVII. Fig. 17.1-.3
XVIII. Fig. 18.1-.2
XIX. Fig. 19.1-.3
XX.
Fig. 20.1
XXI. Tab. 21.1
XXII Tab.
1
Fig. 22.1-.2
XXIII Tab. 23.1
Fig. 23.1-.2
Design
XXIV Fig. 24.1
XXV Fig. 25.1
Tab. 25.1-.2
Fig. 25.2
Fig. 25.3-4a,b
29
30
31
32
34
36
38
40
42
42
43
43
44
45
46
47
48
49
50
50
51
51
XXVI.
Fig. 26.1
Tab. 26.1-.2
Fig. 26.2-.3
Fig. 26.4-.5
XXVII.
Fig. 27.1
Tab. 27.1-.2
Fig. 27.2
XXVIII.
XXIX.
XXX.
Fig. 27.3-.4
Tab. 28.1
Fig. 28.1-.2
Fig. 28.2
Fig. 28.3-.4
Tab. 29.1
Fig. 29.1-.2
Tab 29.2
Fig. 29.3-.4
Tab. 30.1
Fig. 30.1-.3
Tab. 30.2
Fig. 30.4-.5
56
57
57
58
59
60
60
61
62
62
63
64
65
65
66
67
68
68
69
70
52
53
54
54
55
Chapter IV
Table of Figures
5
v.·
EFINING THE ISSUE
The course of development in the United
States has been dependent upon the
waterways along which we build our
cities. Yet for all we have gained from our
partnership, we have done little to ensure
that the quality of water that leaves our cities
is as pure as that which enters.
Pollution has become a byproduct of our
built environment, and it is therefore in that
realm we as designers have the greatest
influence. The current dilemma involving the
pollution of our waterways can be derived
from the basic questions of what, why, where
and how.
What is the cause o/Combined Sewer Overflow?
Combined Sewer Overflow (CSO) is the result of an existing infrastructure found
throughout the United States. In total, 772 urban centers have integrated the Combined Sewer
System to address human wastewater (USEPA, 2008). The Combined Sewer System (CSS)
functions through a subsurface conveyance system that transports wastewater from human
developed areas to a wastewater treatment facility. Due to its below ground infrastructure, the
system is inelastic and unable to fluctuate with the changing demand on the system. CSO is
a defense measure of the CSS designed to deal with an excessive amount of wastewater by
dumping raw, untreated sewage into surrounding waterways.
The American urban framework has been expanding and increasing the impervious
surface area above the existing CSS's, thereby increasing the demand ofthe CSS. Expanding
the system would require demolition of existing surface development to access the subsurface
CSS. Likewise current expansions to CSS's are in themselves below grade installations and
therefore inflexible solutions to an inflexible system.
• What is the cause of Combined Sewer
Overflow?
• Why is wastewater exceeding the potential
ofthe System?
• Where is CSO most pertinent?
• How is CSO allowed to remain prevalent
in our society?
\.
Dry Weather
lW..C'
~~;
Figure 5.1
CSO Diagram: Wet.: Dry Conditions
Chapter V
Defining the l5sue
6
Why is wastewater exceeding the potential
of the System?
The excessive amounts of urban wastewater
can be derived from our social definition of
what wastewater is composed of. Currently,
wastewater is defined as the collective
volume of domestic and commercial
sewage, industrial wastewater, and rainwater
runoff (USEPA, 2008).
Existing CSS's are capable of treating the
demand of wastewater coming from the
residential, commercial, and industrial
sectors; the issue of CSO arises when the
changing demand of rainfall is added to the
system. It is from this current definition of
wastewater, one which treats all water that
has touched human development as equal,
that the issue exists when in fact there are
varying degrees of waste in our waters.
Rain that falls to the earth and touches
our development does not require the
same attention to treatment that industrial
wastewater or human waste demands.
Where is CSO most pertinent?
The CSS can be found across the United
States. Its largest concentrations occur
along the East Coast, the Pacific Northwest
and the Midwest United States. Extensive
attention and projects addressing the issue
Figure 5.2 CSS Nationwide Locations
of stormwater can be found in both the
Pacific Northwest and the East Coast in
How has CSO been allowed to remain
such areas as Portland, Seattle, Philadelphia,
prevalent in our infrastructure?
Washington D. C. and Mary land (see Chapter
Pollution is not allowed to exist without
XI: Precedent Studies).
public acceptance. Pollution is the price
However the Midwest has undergone
our environment pays for gro\\-1h and
minimal measures in altering CSS's
advancement. It is often seen as the
beyond the conventional grey infrastructure
byproduct of industry, or an outside source
expansion. The success of the East and West
beyond the realm of personal connection,
Coasts lies in the implementation of Green
however wastewater is the product of each
Infrastructure, applications utilizing the
individual person.
natural benefits of evaporation, transpiration,
The existing system has been successfully
infiltration, and retention, to expand the
kept out of the public realm and therefore
function of the CSS by focusing on the
public concern of where our water goes
surface storage and reduced peak flow of
once it enters the drain. This water does
storrnwater runoff.
not emerge again until it is fully treated,
The Midwest has been lagging behind in
or in the event of CSO, when the system is
this respect. The waterways that defined the
overtaxed. Green Infrastructure integrates
industry and ergo the cities in the Midwest
people into the process of stormwater
are still under stress of pollution and in need
treatment within their communities and
of a solution.
streets increasing the awareness of water
pollution.
Chapter V
Defining the b;sue
7
Pr
ing Needs
Rainfall levels
CSO has numerous issues that stem from
within the system itself, yet there are still
more influences that we as people have
little ability to alter. These overarching
influences have been set in place with
the only potential course of action being
reaction. Increased rainfall levels coupled
with growing impervious surfaces are two
elements that provide negligible benefits to
storm water generation and exponential costs
to our existing CSS's
On September 13th 2008, Chicago, Illinois
experienced a 500 year storm, which
measured up to nine inches of rainfall over
a 24 hour period. As a result, 11 billion
gallons of CSO entered Lake Michigan, the
source of Chicago's drinking water, and 50
billion gallons of eso into the Mississippi
River. (Camarata, 2009 p. 9). This example
showcases the result of the full range in
rainfall potential.
16,000
~
0
tt:
12.000
(L)
>
0
(L)
~
8.000
c<::
.....l
5,000
2.000
19505
1960s
19705
1980s
1990s
2000s
A 500 year stonn is a rare occurrence yet
the results of its power have been seen, and
the trend over the last century has shown
that rain events are growing in intensity.
From the first half of the 20th century to the
second, there has been a 36% increase in
the design rainfall level, meaning municipal
stormwater designers have to build systems
to account for more waste stormwater (Ibid.,
p.12).
To provide a hypothetical example, a
designed storm event level of a 2 inch
rainfall from the first half of the century
would have to be increased to a 2.72 inch
designed level by today's standards. In
order for the city of Chicago to maintain the
same service it has from the first half of the
century to todays standards, the city would
need to increase the diameter of every sewer
pipe by 17% (Ibid., p.12). An alteration
of the entire subsurface infrastructure of
Chicago is needed just to maintain the
required treatment capacity as set by the city
standards.
Figure 5.3: Total Chicago CSO by Decade
(Camarata, p. 10)
Chapter V
Defining the l'isue: Pressing Needs
8
(
By disrupting the natural process of the
water cvcle , the touch of human influence
has entered into a detrimental mentality
of water where polluted waterways have
become the norm within developed cities.
Impervious growth
Along with growing environmental
pressures, the human landscape has
expanded the demand of existing
infrastructure. The course of development
measures success based on the expanse
of human development. As expansion
enters into natural, rural tracts of land,
an impervious layer of development is
blanketing the earth.
Continuing with Chicago as a case study,
between the years of 1982 and 1997, the
city's population increased by 12%. During
that same time period, the measure of
developed land increased by 25% (Ibid., p.
9). For every unit of population gain, twice
as many units of development are occurring.
.
Figure 5.4
Population vs. Urban Land Growth 1982-1997
(Camarata, p.14)
The nationwide trend, Figure 5.2, follows
a similar pattern revealing a pressing
national crisis as we are not only continuing
to expand our existing infrastructure,
but through doing so, have reduced the
infiltration potential for growing rainfall
levels. With the growth Chicago has
experienced since 1982, the region has
experienced a 10-24 billion gallon loss
in infiltration and potential recharge of
groundwater tables (Ibid., 9).
Figure 5.5
Urban Sprmll/, Las Vegas NV
(www.mllas.org)
The current course of development has
created a barrier over the earth's surface
that has contributed to rising water pollution
events and falling water tables.
Chapter V
Defining the Issue: Pressing Need~
9
VI
rHE PHILOSOPHY OF WATER
Water and life exist in a living partnership.
The waters that flow through us as human
beings is the same that falls on our lands
and gets swept away to the oceans. The
waterways of our bodies translate to the
natural world upon which we have built
our civilizations. Life has come to the
point where advancement is a product of
natural exploitation. In 1969, Ian McHarg
analyzed the developed world epitomized by
the industrialized American cities, and the
course urban development has undertaken
since the industrial revolution. The
highly philosophical approach of McHarg
questions the decisions of how our society
has advanced in the past by looking at the
current results of those decisions.
Among the many exploitations of earth,
waterways have borne the burden of
carrying the results of our advancement.
"Can you find the river that first made the
city? Look behind the unkempt industry,
cross the grassy railroad tracks and you
will find the rotting piers and there is the
great river, scummy and brown, wastes and
sewage bobbing easily up and down with the
tide, endlessly renewed" (Ibid., p. 21).
We have all seen this image, and if not, it
can be pictured through his words. Somehow, against our economist mind set, it
does not seem right. This living partnership
between water and life has been wronged.
"If nature receives attention, then it is only
for the purpose of conquest, or even better
exploitation. We have but one explicit
model of the world and that is built upon
economics" (McHarg 1992, p. 25).
determine how it came to be. Economic
growth is the central driving force for our
exploitation of the earth coupled with a
removal of the byproducts of production,
pollution and waste, partially through our
waterways.
Urban waste removal became coupled
with water systems to create CSS's. The
conventional urban system for water
conveyance relied on collection and rapid
disposal of stormwater, accomplished
through burying or encapsulating many
of the existing smaller creeks, and routing
the collected stormwater to the major
surrounding waterways, wastewater became
a waste stream to be disposed of as quickly
and efficiently as possible (Leib, Maimone
and Neukrug 2008, p. 615).
As he states, the purpose of our growth has
become human oriented rather than natural.
He continued to analyze the built world that
has been spurred by the economic mind set
and assesses the effects upon the natural
world.
For all that water has given us; our gift to
nature is pollution and alteration to natural
hydrology. The end result was not achieved
over a year nor a decade, but generations.
To understand this shift in our view towards
the landscape, it becomes impOltant to
Figure 6.1: Cuyahoga River Industrial Waterfront
(wwl>~clevelandmemoryorg)
Chapter VI
The Philosophy of Water
10
Water and waste were seen as similar
products to be removed as quickly from the
urban setting as possible through existing
waterways. The collected runoff carves out
existing streams increasing slopes of banks
leading to further erosion issues. A loss of
infiltration and groundwater recharge in
the surrounding watershed combines with
a depression in normal water levels in the
stream system to lower the regional water
table and starve the stream during periods
of drought (Farr 2008, p. 175). The increase
in peak flows that erode stream banks and at
the same time remove water table recharge
is a result of the all encompassing definition
of "waste" water.
Figure 6.2
Aerial view ofthe Cuyahoga River as it passes through Cleveland
(\rww.clevelandmemory org)
Chapter VI
The Philosophy of Water
11
VI
ENVISIONED PROJECT GOALS & OBJECTl 2S
The integration of Green Infrastructure
throughout the urban framework would be
the ideal solution to the CSO issue, however
acceptance of such a measure would be
unexpected until the public became aware of
the need for Green Infrastructure.
Therefore, the location of this pilot project
shall be in a residential community, worked
into the public right of ways and private
residences of the people in a demonstration
of influence to show the residents that they
are part of the issue and therefore, they are
part of the solution.
Desien Goals
I.
II.
III.
Incorporate the use of Green Infrastructure to manage stormwater
1.
Improve water quality and reduce nonpoint source pollution deposition in
surrounding waterways
n.
Naturalize stormwater management design to alleviate CSO challenge
HI.
Increase stormwater detention capacity
IV.
Decrease stormwater discharge to adjacent waterway
Enhance the neighborhood livability, connectivity
1.
Green street emphasis with focus on the pedestrian scale
I!.
Improve pedestrian circulation through sidewalks and public trail connections
Ill.
Community ownership of the stonnwater systems
Expand the function of public right of ways
1.
Beyond service and circulation towards stormwater treatment
11.
The Design Goals center on the installation
of Green Infrastructure and build on the
environmental and social benefits of a
natural system within a developed region.
Ill.
Stomlwater retention
Street Tree Initiative
Project Publication Objectives
I.
II.
III.
IV.
Provide Clarity for Designers & Developers
1.
Create a design standard document for residential based Best Management
Practices utilizing Green Infrastructure to address stormwater management
11.
Expand beyond the realm of the subsurface grey system
Improve sustainable storm water management
1.
Implement Green Infrastructure Best Management Practices to address
stormwater
11.
Naturalized surface treatment, detention of stormwater
Improve Neighborhood identity
Economically feasible integration of Green Infrastructure
Chapter VII
Envisioned Project Goals & Objectives
12
vII:
BENEFITS OF DESIGN
~
~
Evaporation,
Infiltration,
Transpiration,
Retention
Reduced influence of
the grey c'ommunity
on lifestyle
Ed~catjonofth~ pu~lic
Personal··
Impro'V~ the
on the· environmental
issues oftheir community .
accountability:for
community thl'ough
a common goal
NaturalSolutions to
Human· Problems
runoffgenerat~
sense of
from private lots
Table 8. I: The Bentifits oj Design Matrix
When determining the measure of benefit
With conscientious, sustainable design, the
created through design, it is important to
ecological and societal systems of the site
identify the benefactors of an improved
along with the water cycle, all gain from the
environment. The scope of design and
components of design. The matrix of growth
cliental goes beyond the group covering the
that results from the integration of design
monetary cost and encompasses the realm of
users, both human and naturaL
and cliental, creates an improved, holistic
Chapter VIII
community where the gain filters into all
components of the site.
Benefits of Design
13
lX
ilEFINITION OF TERMS
Combined Sewer System (CSS) - A wastewater treatment system incorporated in 772
American urban centers that combines all forms of human influenced waters from our built
environment into wastewater to be treated at a wastewater treatment facility (EPA).
CSS Wastewater- rainwater runoff, domestic sewage, commercial and industrial wastewater
Combined Sewer Overflow (CSO) - During periods of heavy rainfall or snowmelt the
wastewater volume in a CSS can exceed the capacity of the treatment plant, and therefore
the excess wastewater into local waterways untreated.
Grey Infrastructure The existing subsurface framework of the CSS composed of culverts
and storage basins for transportation and detention of wastewater.
Green Infrastructure A sustainable design system built around the natural processes of
evaporation. transpiration, infiltration, and natural retention in the built landscape to
address environmental issues.
Point Source Pollution - A single, identifiable source and location of pollution
Figure 9.1
Roadway curb bumpout
Portland, OR
Nonpoint Source Pollution - A diffuse pollution source brought about by runoff along
impervious surfaces collecting natural and human made pollutants.
Outfallshed - The region that contributes wastewater to a treatment facility and the
impervious surface area that causes CSO.
Impervious Surface - Human development that does not allow for water infiltration,
asphalt, concrete
Public Right of Way The surface of, and space within, through, on, across, above
or below, any public street and any other land dedicated or otherwise designated for a
compatible public use, which is owned or controlled by the City.
Runoff- The portion of rainfall, melted snow, or irrigation water that flows across the ground
surface and is eventually returned to water resources.
Tree Lawn The area within the public right of way between the roadway and public
sidewalks
Chapter IX
Definition of Terms
14
X.l
REEN INFRASTRUCTURE
Green Infrastructure is a term becoming
as common as sustainability, yet the
understanding of these terms requires
a specific description for the intended
function. The key to the design concept
of Green Infrastructure is derived from its
functionality within the built landscape
to reinstitute the natural benefits of
evaporation, transpiration, infiltration, and
detention that have been lost within the
urban setting.
Through the reapplication of natural
processes within the built environment, the
benefits of Green Infrastructure enhance
the function and lifespan of existing grey
infrastructure. Along with the mutual
enhancement to existing infrastructure,
Green Infrastructure has been proven to be
an effective tool in reducing stormwater
runoff, a cost saving practice in comparison
to conventional infrastructure, and instills
numerous community benefits beyond
stormwater management (Camarata 2009,
p.23).
Figure 10.1
Impervious private driveway
(Rooftops to Rivers)
Applications of successful projects shall be
addressed in chapter XI. The projects in the
following chapter have been installed for
the purpose of improving increased CSS
demands. The municipalities that piloted
these projects understood the hidden cost
of human development. When our wetlands
and forests are removed, society incurs
a cost not accounted for in the economic
market.
Green Infrastructure is a balance between
the natural, measurable function of a
project, and the aesthetic quality that can be
integrated within an existing community.
The range of project types is diverse and
range from private to public installations.
Residential land use provides the ideal
location to implement Green Infrastructure
design due to the quantity and quality it
offers.
When looking down on a city, it is apparent
that density subsides when moving away
from the central urban core and fades
into the suburban reaches of human
development. A study of the Washington
D.C. greater area revealed that 46% oftotal
rooftop areas within the district are of the
residential type (Busiek, Molloy, Sullivan,
Upchurch and Whitlow 2008, p. 619).
Our society is entering into a period where
the effects of our actions are becoming
apparent in daily life as the degraded health
of our ecosystems is on the threshold of
individual concern.
Figure 10.2
Tree fawn rain gardens
(Camarata, p . ./)
Chapter X
Green lT~frastructure
15
Likewise as density drops from almost
100% impervious within the urban
core outwards, a patchwork network of
underutilized green spaces provide future
project locations for Green Infrastructure.
The majority of residential land includes
green space, which provides the dual benefit
of green space, and personal interaction.
CSO water pollution is a nonpoint source
pollution with no individual polluter. The
CSO outfall is the point source for a societal
contamination that can be narrowed down
to each individual within that society as
contributors to the issue.
The social disconnect can be corrected
through the installation of
Green Infrastructure by bringing the issue
to the residents of a community through
community projects and raising their
awareness that through these projects, a
community can make a difference.
Figure 10.3
Residential Green Street
(Camarata, p. 1)
Chapter X
Green b?frastructure
16
XI. PRECEDENT STUDIL ,
Two regions of the United States have
been responsible for the majority of pilot
Green Infrastructure projects. The Pacific
Northwestern cities of Portland and
Seattle, along with the East Coast cities of
Philadelphia and Washington D.C. have
been at the forefront of Green Infrastructure
on the public scale.
Figure 11.1
Reduced impervious surface
(wwlV.seallle.gov)
Figure ll.2
Curb bumpouf storm wafer inlet
(wwwasla.com)
Figure 11.3
Successful installations of Green
Infrastructure to date have not been
possible without municipal assistance. A
large reason for this has been the lack of
public understanding. This new principle
and its numerous benefits have not been
adequately understood by society. On the
small scale, installations have been accepted
by surrounding communities once the effects
are known.
Thanks to the work of the above mentioned
cities, Green Infrastructure now has
examples that can be referenced as proven
projects that have improved the natural and
societal quality of communities that have
had the benefit of a pilot project. Green
Infrastructure is the union of numerous
design components; the following projects
have successfully integrated these principles
into cohesive stormwater treatment systems.
Residential rain garden
(www.beltramiswcdorg)
Chapter XI
Precedent Studies
17
SEA Street
~
tile, Washington
SEA Street is a public roadway installation
along a previously existing residential right
of way. The city of Seattle chose to address
the issue of impervious runoff and pollution
capture by creating a Natural Drainage
System (NDS), which mimics nature by
increasing the ability of the local landscape
to store and infiltrate runoff. The SEA
Street pilot project was completed during
the spring of 200 1. Bioretention swales,
amended soils, plants, and a reduction
in impervious roadway were the main
components of the design, which perform
the functions of improving water quality and
quantity while reducing pollution and runoff
velocity.
Planted swales situated on both sides of
the roadway provide natural conveyance of
stormwater over a porous medium not only
allowing rainwater to return to the earth, but
capturing pollutants from the impervious
surface such as oil and grease, heavy metals,
pet waste, sediments, chemical fertilizers,
and pesticides as well (Seattle Public
Utilities, 2009).
The resulting benefits of SEA Street,
as shown in Table 11.1, spans the breadth
systems present on any site. Through Green
Infrastructure, it becomes possible to address
the cross boundary benefits of functional
design as it relates to Environmental, Social,
and Stonnwater demands. In the case of
SEA Street, measurements made since its
completion in 2001 have proven Green
Streets are able to retain on site stonnwater
generation while reducing impervious
surfaces.
Figure 1l.5
Vegetated s.1'ale buffer
(wwwseattle.gov)
Figure llA SEA Street aerial view
(Camarata. p. 24)
Chapter XI
Precedent Study: St.A Street
18
Environmental
Social
Stormwater
Filter Pollutants
Low maintenance
Increased root zone
for water storage
Community
Involvement
Hardscape
Reduction
Human/natural relationship
growth
Increased porous surface
area
Personal maintenance
of street edges
Pedestrian friep,dly
Reduced traffic speed
-Impervious surface
reduced by 11 %
Stormwater
Reduction
Increased infiltration to
water table
Decreased flooding
potential
98-100 % reteo Hon of
rainfalJ on site
Native Plants
'"
;"
,
.
-.-
Table 11.1: SEA Street Design Benefit Table
An additional benefit of Green
Infrastructure has been found as the
functional capabilities of the practice
have begun to enhance the surrounding
communities. People are recognizing the
-,
-
Residents are willing to pay more to
live along Green Streets, which in the future
may be a potential design development to
try and revitalize communities through the
street systems.
aesthetic quality Green Streets are lending
to a community adding natural substance to
public right of ways along which residential
housing units are increasing in value.
A study across the Seattle municipal
area, including SEA Street, has revealed that
homes along Green Infrastructure projects
have increased property values by 3.5-5%
more than surrounding homes in the same
zip code (MacMullan 2008, p. 3).
Figure 11.6
Reduced drive lane width"
(lfwwseattle.gov)
Chapter XI
Precedent Study: SEA Street
19
Si~
'on Street
Portland, Oregon
The Pacific Northwest provides numerous
Green Infrastructure examples to research.
Siskiyou Street is an example of a project
retrofit of an existing right of way to address
the demand on the existing infrastructure.
The 80 year old residential roadway received
an alteration in 2006 from designer Kevin
Perry. The design consisted of installing two
curb extensions into the parking zone along
both sides of the roadway. Curb extensions
have been used by the City of Portland
traditionally to provide improved pedestrian
safety. Perry improved the function of these
extensions by creating shallow depressions
above the existing storm drains allowing
stormwater to enter and infiltrate into the
ground.
The project totaled $15,000 and two weeks
of installation \vith the benefit of these two
T by 50' bumpouts collecting 10,000 sq ft of
runoff from the roadway (ASLA, 2008).
Through this simplistic and cost effective
design, runoff that would have originally
entered the CSS directly has now been
given the opportunity to be retained for
plant use and infiltration potential into
the groundwater strata. Siskiyou provides
an ideal example of a small scale, retrofit
application on an existing roadway that
creates a reactive water treatment system
that can fluctuate its storage potential with
the level of runoff that enters into it.
Along with the stormwater success, and
similar to the success of SEA Street,
the livability along Siskiyou Street has
improved, which can be measured by
increased property value, and has led to
similar project demands throughout the
Portland area.
Figure 11. 7 Siskiyou St. retrC!fitted curb bumpouts
(1VW11:
Figure J1.8
asIa. com)
Curb bumpout detail plan
(lI'ww.asla. com)
Chapter Xl
Precedent Study: Siskiyou .s'treet
20
Grt
Buildout Model
(
Washington D. C.
Along with individual Green Infrastructure
examples, municipalities have already begun
to assemble extensive research projects
compiling persuasive research on the benefit
of Green Infrastructure. Washington D.C.
has performed multiple studies of its urban
setting.
The cities first study, completed in 2007,
included tree canopy extension and green
roof conversions at a "moderate" scale (any
unutilized hardscaped plot or structurally
available roof) resulted in a 5-10% decrease
in stonnwater runoff (Busiek, Molloy,
Sullivan, Upchurch and Whitlow 2008,
p. 614). The success of the first model set
the groundwork for their second model
to analyze additional green infrastructure
practices. An important component of the
model is the equation found at the bottom of
the page (Ibid., p. 617).
This rather simple equation helps represent
the various functions of sustainable
practices in the landscape. A combination of
vegetative material, infiltration basins, and
temporary storage areas all contribute to the
alleviation of excessive runoff.
An important function of the Green Build
Out Model beyond the sustainable practices
is the breakdown of the urban structures
that contribute to runoff. It was found that
buildings less than 2,000 sq ft represent
approximately 120 million sq ft (46%) o[
the roughly 260 million sq [t of roof tops
in the District (Ibid., p. 619). Buildings
of such size are stated as residential or
small commercial, which assuming the
majority of American cities follow this
framework provides a large portion o[ cities
to be influenced by sustainable residential
practices.
Figure 11.9
Green Streets in a residential community
(Camarata, p. -+2)
The Washington D.C. model likewise
analyzed street and sidewalk retention
practices in their urban setting. They
determined that curb bumpout bioretention
and sidewalk bioretention planters can
service an area ten times their size. For
example, one 200 sq ft curb bump out sited
in the existing parking lanes of a minor
residential street can service a 2,000 sq ft
drainage area (Ibid., p. 620). Roadways are
the branches that begin to collect runoff
from communities. If able to discOlmect
these branches, the area serviced by a CSS
would be diminished.
Runoff::=: Precipitation - potential evapotranspiration - ilifiltration - storage
Chapter XI
Precedent Study: Green Buildout Model
21
CSt
=ontrol Policy
Philadelphia, Pennsylvania.
Philadelphia has likewise undergone an
analysis of its urban network beginning with
Without infringing on the freedoms of its
a breakdown of their city and its impervious
citizens, the shared public, and federally
maintained urban spaces provide the most
surfaces. Soon after the Environmental
opportune resource to begin a citywide
Protection Agency issued its CSO Control
change in the philosophy of stormwater. The
Policy in 1995, Philadelphia began its
roadways that meander through residential
comprehensive evaluation of its urban
zones are of significant importance. This
framework.
interaction between the public roads and
Buildings, parking lots, and roadways were
found to compose 80% of their city and are
a major source of non point source pollution
(Leib, Maimone and Neukrug 2008,
private lots presents an issue of how can
the two work together to solve the universal
problem of runoff.
What it will take to influence residential
owners to become part of the solution
p. 615). A design goal the Philadelphia
Water Department (PWD) is aiming to retain
towards runoff relief may lie in the use
the first inch of rainfalL This first flush can
carry as much as 85% of the pollutants from
of roadways. By utilizing the roadways
as public displays of CSO relief projects,
the impervious surfaces into the system.
they shall inform the public of the personal
The PWD through analyzing the multiple
inflows into their CSS (integrated water,
influence they have on the quality of their
water.
wastewater, and stormwater, domestic,
commercial, and industrial wastewaters)
have come to understand that the one source
they as a municipal department have the
most impact on is stormwater runoff. It was
the final determination of the PWD that CSO
can be reduced by 90% if all impervious
surfaces are retrofitted over a 20-30 year
period.
Figure ll. 10 Green Roofpotential Philadelphia PA
(CamaralG. p. 44)
Chapter Xl
Precedent Study: CSO Control Policy
22
XI
DEFINING THE SITE
Cleveland, Ohl.
It is worth noting that the Cuyahoga River
CSO is an issue shared by over 772 cities
nationwide affecting 40 million people,
mainly focused in the eastern and northwest
United States (US EPA, 2008). Since the
inception of the Clean Water Act. many
of these cities have been addressing water
quality issues. On the broad scale. point
source pollution has been largely reduced.
The issue of nonpoint source pollution has
become the new focus of municipalities.
Various regions of the United States
have made extensive advancements in
addressing nonpoint source pollution with
the implementation of Green Infrastructure
practices, yet there has been a Midwest
neglect when it comes to alternative
thinking for current issues of stormwater
management.
When analyzing the scope of a project, it
is important to recognize the overarching
realm of influences on a specific site.
Analysis of the regional factors of the site,
historical context of what has occurred, and
nature of the local watershed are all vital
components of a specific site. We shall begin
with the Midwest and the major urban center
in our study.
has caught fire more than once in its history
documenting the polluted quality of the
river. but the blaze of 1969 became the
epitome of irresponsible environmental
management. At the cost of prosperity,
residents of Cleveland saw the backbone of
their city bum, and Lake Erie degrade into
a lifeless water body along the developed
shoreline.
Figure 12. I
The industrialized Cuyahoga River
(www.clevelandmemory.org)
Cleveland, Ohio, like so many other
Midwest centers, is a city that has
been born and nourished by the human
economic philosophy while having a CSS
to remove all evidence to the contrary
of human development. Cleveland's
proximity along the Cuyahoga River and
Lake Erie connected the Midwest City
to the waterways of the east. Industry
became the city's life blood fueled by the
natural resources of the land and fed by its
surrounding waterways transporting all of its
products including pollution.
Chapter XII
Figure 12.2
1969 Cuyahoga River burning
(www.clevelandmemoryorg)
Defining the Site: Cleveland
23
Therefore on average, an overflow event
is occurring every 4.45 days in the
Cleveland area in more than one location.
These present day predictions, even after
$900 million invested in projects of the
conventional system, warrants further
investigation into the alleviation of
wastewater reaching the Cleveland CSS
(Beach and MacDonald 2008, p. 64).
Figure 12.3
NEORSD Greater Cleveland treatment region and CSO outfall/oeations
(www.neorsdcom)
The Cuyahoga River burning was a momentum shifter in the development of the Clean
Water Act of 1972 and spearheaded a movement of removing point source pollutants from
the Cleveland region, however today the city is still suffering from nonpoint source pollution
(Beach and MacDonald 2008, p. 62). While the direct inlet pipes of industrial waste were
easily located. the issue with non point source pollution is that no "owner" can be identified.
The majority of toxins and pollutants still reaching our waterways are the result of runoff
from agricultural land and impervious surfaces. These pollutants are entering the CSS and,
since they are a result of a storm event, overflowing into rivers and streams. The Northeast
Ohio Regional Sewer District (NEORSD) currently has 126 pennitted outfalls where
overflows may discharge. Of these 126 outfalls, it has been mapped that a maximum of82
CSO events occur annually (NEORSD, 2008).
Chapter XlI
The Mill Creek Project is an example
of a CSO aversion attempt to increase
the subsurface storage potential of the
CSS. These subsurface projects, known
as interceptors, consist of large tunnel
systems where the only function is to
house excessive stormwater during peak
flow. Expansion of the existing grey
infrastructure, which in the case of the
Mill Creek Project cost over $85 million to
complete, continues to hide the issue of CSO
below grade and out of the public view.
The concept of Green Infrastructure has
yet to be integrated into Cleveland's design
principles.
Defining the Site: NEORSD
24
Site SeiectioA ___ riteria
Of the 126 CSO outfall locations to work
with, the selection of a specific site was
based on the following parameters:
•
CSO must overflow more than 50
times annually (roughly once a week)
•
CSO location must be outside of the
Cleveland city limit
•
Location must be adjacent to a
residential community that is connected to
the Combined Sewer System
CSO frequency was based from the
NEORSD CSO Frequency Chart, (Appendix
A) which identified the location and number
of annual CSO events in the NEORSD. With
these requirements, two CSO locations out
of the 126 total were potential sites. Upon
further research and site visitations, CSO
245 and Garfield Heights was selected as the
project location.
Figure 12.4
Garfield Heights Residential Site Location
Chapter XlI
Defining the Site: CSO 245
25
Ga.
Id Heights
Garfield Heights is situated on the southern
border of the Cleveland city limits. The
location of a site outside of the urban core
ensures an integrated mix of both hard and
softscapes.
When looking at the makeup of a city,
the density goes from high to low from
the center out. Likewise the amount of
area increases and the density of people
decreases as you enter suburbia. It is
within this suburban realm that the highest
impact can be implemented on sustainable
stormwater design. This expanding region
has no boundaries as development continues
to push into rural land; and as development
increases, impervious surfaces grow
increasing the demand on existing CSS's.
Garfield Heights falls in the Southerly Treatment Facility of Cleveland. The Greater
Cleveland Metropolitan Area is divided into 3 treatment regions with the southerly region
comprising the largest land area covering 225 square miles and 41 municipal districts with
a population of 601,000 people (NEORSD, 2008). The extent of the treatment facility
boundary is a result of Cleveland's sprawl. The waste water treatment center is now one
of the largest in the country in order to address this increased demand from impervious
infrastructure. (Southerly Treatment Facility, Appendix A).
Figure 12.5 NEORSD Southerly Treatment Facility treatment area
(www.17eorsdcom)
Chapter XlI
Defining the Site:
Ga~field Heights
26
Mil
'reek Watershed
Along with the human wastewater shed,
Garfield Heights is part of the Mill
Creek Watershed, which is one of the
subwatersheds that contribute to the
Cuyahoga River. Mill Creek collects
drainage from a 20 square mile area with
27.9% of that area being Garfield Heights.
Currently land use statistics show that
83% of the land area within the watershed
has been developed with medium density
residential accounting for 62% (NEORSD,
2009).
Unde\'elo~
17"/.
Non - Residential
21%
Figure 12,6 Land usefof' Mill Creek 'Watershed
(www.neorsdcom)
Figure 12,7
Mill Creek Watershed Boundary, Site Location Highlighted in Bille
(wwu:nearsdcomj
A portion of the undeveloped land area,
Garfield Park, is located on the northern
boundary of the project site. A total of 20
CSO are located within the Mill Creek
Watershed, which has led to recent grey
infrastructure projects, including the Mill
Creek Project at a price of over $85 million.
Chapter Xli
Defining the Site: Mill Creek Watershed
27
Defining ~.. _ Site
Outfall 245 is located in Garfield Park
along Wolf Creek, a tributary of Mill Creek.
Wolf Creek emerges from a culverted
waterway into a stream at the southern point
of Garfield Park due to the Marymount
Hospital development to the east of the site.
52 overflow events occur annually from
Outfall 245, which equates to roughly once
every eight days. The 150 acre residential
community adjacent to the outfall location
provides the ideal location to implement
Best Management Practices for the
reduction of direct stormwater runoff from
the community.
Figure 12.8
The majority of the site is zoned residential
with a commercial corridor on the western
border along Turney Road, and an
Elementary School located on the corner of
Turney and Granger Roads. A significant
portion of the student population walks
through the community going to and from
school making pedestrian safety an even
more significant goaL
Garfield Heights Community Site Inventory
Chapter XII
Defining the Site
28
Xl
ENVIRONMENTAL SITE INVESTIGATION I
Topography/Hydrology
A multitude of site factors contribute to the
overall character of a site and the intended
design and function of a project. Analysis of
the existing environmental characteristics of
the Garfield Heights site dictates the level of
required alteration to the landscape in order
for Green Infrastructure to be successful.
Site slope, soil penneability and frost
potential are only a few of the design factors
that must be considered when implementing
functional Green Infrastructure projects
Environmental site investigation includes
analysis of:
•
Topography
•
Hydrology
•
Soil
•
Winter Impact
Figure 13.1 a
Topography & SUlface Flow Map
Topography of the site slopes from the
southwest to northeast corner terminating
near Outfall 245. Over the 2,700 linear feet
from southwest to northeast corners, a 70
foot drop occurs, which equates to a 2.6%
cross-site slope.
A 2.6% slope is a beneficial trait to the site
ensuring the velocity of stormwater runoff
does not increase to the point where Green
Infrastructure practices would be unable to
allow proper infiltration and retention.
Chapter XIII
Figure 13.1 b
Roadway Hydrology Flow
Hydrology of the site follows the existing
infrastructure of impervious surfaces.
Residential lots are elevated as high as three
feet above the right of ways allowing any
excessive runoff from the private land to
flow into the public right of way. Runoff that
enters the right of way follows the sloping
roadways north until a drop inlet is reached
allowing stornlwater to ultimately enter the
CSS.
Site Investigation: Topography/Hydrology
29
Sci
;nalysis
The site soil must perfonn two functions
Saturated
to ensure a successful degree of Green
~
D 'n
C) s
~
microm/sec
Infrastructure from the design. The soil must
be able to sustain plant life, and transfer
storm water through its medium to the
subsurface water table.
The soil should be able to maintain new
native plants within an urban environment
that entails increased pollution and solar
Table 13.2
Site Soil Characteristics Table
stresses. Soil amendment may be required
to sustain the increased plant life, but the
quality should be at a point where annual
fertilization would be unnecessary. The
ability of the soil to transmit stormwater
through its horizon at a high rate will
ultimately determine the success of the
project. The higher the soil conductivity, the
fewer Green Infrastructure projects will be
Water Capacity refers to the potential water storage of a soil given in centimeters of water
per centimeter of soil for each soil layer. Soil storage allows for plant growth and increased
overall Green Infrastructure potential. Plant selection would be based on potential soil
retention throughout the year. The ability of a soil to transmit water through its medium,
expressed in terms of micrometers per second, gi ves the infiltration potential of the site.
The higher the saturated conductivity, the greater storage potential of Green Infrastructure
projects.
needed to address the quantity of stonnwater
Drainage class refers to the frequency and duration of wet periods a certain soil allows for.
being generated. The soil types found on the
Well drained assumes standing water seldom occurs due to adequate subsurface storage and
site are:
infiltration. Hydraulic soil group describes the potential for runoff from a certain soil. The
soils on site experience average levels of runoff from storm events once the soil has become
Type
completely saturated.
Abhrevintiuo
LuC
8.2%
6.7%~
ElB,
E~C
A full Soil Series Description and Soil Qualities analysis can be found in Appendix B.
Ell,woith
LnB
Dkf
Table 13.1
Site Soil Types
Chapter XIII
Site Investigation: Soil Analysis
30
Wi
r Impact
A unique characteristic of the Midwest, and
something other regions of the United States
do not have to deal with, is the potential for
frost and freezing soiL Green Infrastructure
projects function above the typical frostline,
a minimum of 12 inches below grade. and
likewise must account tor snow load, and
Frost Free Days
_
....-------
165 - 180 Days
145 -165 Days
increased stress from street salting.
Frost Potential
_Moderate
...----Not Classified*
The winter months will have some affect
on a soils ability to hold and transmit
stonnwater. However a flow performancebased assessment out of Washington D.C.
has revealed that the impact on infiltration
of Green Infrastructure projects is minimal
enough to not warrant concern (Avelleneda
et. al. 2008, p. 3).
* Urban soil has be altered beyond the
recognizable natural soil characteristics
Cleveland receives on average 40" of
snowfall a year, a public concern that must
be plowed for safety. Snowfall is considered
a wastewater especially with the addition
of street salt. The implementation of Green
Infrastructure projects can be viewed as a
benefit by providing street locations where
snow could be plowed and allowed to slowly
infiltrate back into the ground.
Figure 13.2
Winter Soil Characteristics
Chapter XliI
Site Investigation: Winter Impact
31
XI
INVESTIGATION OF IMPERVIOUS SURFA{
The makeup ofthe Garfield Heights
community is important in understanding
to extent of storm water that is being
generated by the impervious surface of
the community. Impervious surface offers
negligible infiltration capabilities for rainfall
to work its way back into the ground thereby
increasing the demand of retention on site by
the quantity of impervious surface. With this
analysis, I have broken the site down into its
main hardscaped components and separated
them between the private and public realms
of in11uence.
NOTE: As designated by the Garfield
Heights Planning Zoning Code,
Comprehensive Stormwater Management
Section 1170.09 Performance Standards, all
future designs must use a .75 inch rain event
as the minimum design rainfall level.
Figure J4.1
Site Map
Public
1.Roadways- The street grid of the community is the main component of transportation and
conveyance of stormwater, and is likewise the largest location for influence
capable from the city of Garfield Heights when they begin Green Infrastructure installations.
2.Sidewalks- The main pedestrian movement through the site. The sidewalk defines the
edge of the public right of way and boundary between public and private land.
Private
3.Driveways- The connection between the roadway and the household, it is the impervious
connection of the system between public and private stormwater.
4.Residential Rooftops- The combined surface area of the household and the garage.
Rooftops represent the first points of contact between rainfall and the earth. and likewise
provide a separation from the rainfall and the various pollutants and particles found on the
roadway and household surfaces.
5.Commercial Development- The commercial stretch of Tumey Road incorporates both the
surface parking and building rooftop areas.
Chapter XIV
Investigation of Impervious Swfaces
32
Public Right of Way Analysis
Total Roadway
Surface
(square feet)
41,280
31,920
72,000
17,160
53,040
15,240
6,360
Sidewalk
Stormwater
Generation
(cubic (eet)
1,059
823
1,414
447
1,295
397
166
Total Roadway
Stormwater
Generation
(cubic feet)
2,580
1,995
4,500
1,073
3,315
953
398
Length
(feet)
1,720
1,330
2,400
715
2,210
635
265
Width
(feet)
24
24
30
24
24
24
24
Total Sidewalk
Surface*
(square feet)
16,950
13,175
22,625
7,150
20,725
6,350
2,650
119th St.
1 17th St.
I 15th St.
114th S1.
113thSt.
112th St.
1,925
1,920
2,485
1,860
1,870
880
25
25
25
25
23
25
19,000
18,950
24,300
18,050
17,900
8,375
48,125
48,000
62,125
46,500
43,010
22,000
1,188
1,184
1,519
1,128
l,ll9
523
3,008
3,000
3,883
2,906
2,688
1,375
Turney Rd.
Granger Rd.
Edgepark Dr.
2,750
1,375
t,190
55
30
23
25,875
13,125
11,775
151,250
41,250
27,370
1,617
820
736
9,453
2,578
1,711
Roadway Name
Plymouth Ave.
Park Heights Ave.
McCracken Ave.
Thornton Ave.
Wallingford Ave.
Lincoln Ave.
Elmwood Ave.
* Sidewalks zoned at 5' width, both sides of street
Total Sidewalk Impcrvious Surface
Total Roadway Impervious Surface
Totallml!ervious Surface
Total Sidewalk Stormwater Generation
Total Roadway Storm water Generation
Total Stormwater Gener,ttion
Chapter XIV
246,975
726,630
973,605
15,436
45,414
60 1850
Investigation of Impervious Surfaces
sq ft
sq ft
sq ft
cu ft
cu 1't
cu ft
33
Public Right of Way Analysis
Roadways
11%
Surface Area
726,630 sq ft
Stormwater Generation
45,414 eu ft
Sidewalks
4%
Surface Area
246,975 sq ft
Stormwater Generation
15,435 eu ft
Figure 14.2
Chapter XIV
Investigation
~f Impervious
Surfaces
34
Private Driveway Analysis
Driveway
Width
({eet)
8
8
8
8
8
8
Total Driveway
Surface
(square feet)
52,000
41,944
64,680
16,560
12,920
] 1,520
Total Driveway
Stormwater
Generation
(cubic (eet)
3,250
2,622
4,043
1,035
808
720
Plymouth Ave.
Park Heights Ave.
McCracken Ave.
Thornton Ave.
Wallingford Ave.
Lincoln Ave.
65
49
77
18
17
16
Driveway
Length*
({eet)
100
107
105
115
95
90
119th St.
117th St.
115thSt.
114th St.
I I 3th St.
112th St.
73
77
95
76
69
19
100
115
110
I 15
95
95
8
8
8
8
8
8
58,400
70,840
83,600
69,920
52,440
14,440
3,650
4,428
5,225
4,370
3,278
903
Turney Rd.
Granger Rd.
Edgepark Dr.
12
48
24
120
110
110
8
8
8
11,520
42,240
21,120
720
2,640
1,320
Roadway Corridor Driveways
* Average length for street corridor
Total Driveway Surface Area
Total Drivewa~ Stormwater Generation
Chapter XIV
624,144 sq ft
392009 cu ft
Investigation of Impervious Surfaces
3S
Private Driveway Analysis
[Roadwavs
726,630 sq ft
11 %
Surface Area
Storrnwater Generation
45,414 cn ft
40/0
Sidewalks
Surface Area
Storrnwater Generation
246,975 sq ft
15,435 cn ft
9.5 %
torivewavs
Surface Area
IStorrnwater Generation
624,144 sq ft
39,009 cn ft
Figure 14.3
Chapter XIV
Investigation of Impervious Surfaces
36
Private Residence Analysis
House Total
Roadway Corridor
UI
U2
·
65
49
45
Garage
Total
Total House
Surface*
(square feet)
Total Garage
Surface*'*
(square/eel)
65
49
77
18
17
16
74,750
56,350
88,550
20,700
19,550
18,400
19,500
14,700
23,100
5,400
5,100
4,800
4,672
3,522
5,534
1,294
1,222
1,150
1,219
919
1,444
338
319
300
Total House Stormwater
Total Garage
Generation
Stormwater Generation
(cubic/eel)
(cubic/eel)
Plymouth Ave.
Park Heights Ave.
McCracken Ave.
Thomton Ave.
Wallingford Ave.
Lincoln Ave.
32
18
17
16
119thSt.
1 I 7th St.
115th S1.
114th St.
113th St.
112th St.
73
77
77
55
52
19
·
·
18
21
17
73
77
95
76
69
19
83,950
88,550
109,250
87,400
79,350
21,850
21,900
23,100
28,500
22,800
20,700
5,700
5,247
5,534
6,828
5,463
4,959
1,366
1,369
1,444
1,781
1,425
1,294
356
Tumey Rd.
Granger Rd.
Edgepark Dr.
12
48
·
·
12
48
24
13,800
55,200
27,600
3,600
14,400
7,200
863
3,450
1,725
225
900
450
·
·
·
·
-
24
* Average Household Size - 1,150 sq ft
** Average Garage Size - 300 sq [t
Total Garage Impervious Surface
Total Household Impervious Surface
220,500 sq 11:
845,250 sq 11:
Total Im~rvious Surface
1:0652750 sq ft
13,781 cu ft
52,828 cu ft
66609 cu ft
Total Garage Storm water Generation
Total Household Stonnwater Generation
Total Stormwater Generation
Chapler XIV
Investigation of Impervious Surfaces
37
Private Residence Analysis
!Roadwavs
Surface Area
11%
Stormwater Generation
726,630 sq ft
45,414 ell ft
Sidewalks
Surface Area
Storm water Generation
246,975 sq ft
15,435 ell ft
Drivewavs
9.5%. Surface Area
Stormwatcr Generation
624,144 sq ft
39,009 ell ft
40/0
Residential RooftODS
Surface Area
Stormwater Generation
1.065,750 sq ft
66,609 ell ft
Figure 14.4
Chapter XIV
Investigation (?i Impervious Sutfaces
38
Commercial Surface Analysis
Commercial
Block
Rooftops
1
1
2
2
5
2
2
4
5
1
1
4
6
3
4
5
6
7
8
9
10
11
12
3
Total Rooftop
Surface Area
('iquare feet)
4,825
12,725
6,146
14,588
3,844
9,522
34,123
2,319
1,086
13,518
10,763
16,389
Parking
Surface Area
(square feet)
7,186
2,406
17,974
36,305
15,844
34,489
94,309
16,627
19,746
32,212
32,306
65,696
Total Rooftop
Stormwater Generation
(cubic feet)
302
795
384
912
240
595
2,133
145
68
845
673
1,024
Total Rooftop Impervious Surface
Total Parking Impervious Surface
Total Im(!ervious Surface
Total Rooftop Stormwater Generation
Total Parking Stormwater Generation
Total Stormwater Generdtion
Chapter XIV
Total Parking
Stormwater
Generation
(cubic feet)
449
150
1,123
2,269
990
2,156
5,894
1,039
1,234
2,013
2,019
4,106
129,848
375,100
504,948
8,116
23,444
31.559
sq ft
sq ft
sq ft
eu ft
eu ft
eu ft
Investigation ofImpervious Surfaces
39
Total Surface Analysis
Impervious
Surface Type
Roadway
Sidewalk
Driveway
Residential Rooftop
Garage Rooftop
Commercial Rooftop
Parking Lot
Total
Total Surface Total Stormwater
Generation
Area
Total Site Area
(square feet)
(cubic feet)
726,630
45,414
11%
246,975
15,436
4%
624,144
39,009
10%
845,250
52,828
13%
220,500
13,781
3%
129,840
8,115
2%
375, I 00
23,444
6%
3,168,439
198,027
Figure 14.5
49%
Chapter XIV
Investigation o.lImpervious Surfaces
40
Street Corridor Stormwater Generation
Roadway Corridor Roadway
(cubic leet)
Plymouth Ave.
2,580
Park Heights Ave.
1,995
McCracken Ave.
4,500
Thornton Ave.
1,072
Wallingford Ave.
3,315
Lincoln Ave.
952
Elmwood Ave.
397
119th St.
1 17th St.
115th St.
1 14th St.
1 13th St.
ll2thSt.
3,007
3,000
3,882
2,906
2,688
1,375
Granger Rd.
Edgepark Dr.
2,~~~
1,7
Sidewalk
(cubic feet)
1,060
825
1,415
446
1,295
396
165
Driveway
(cubic feet)
3,250
2,622
4,046
1,035
810
720
Residents
(cubic feet)
4,673
3,523
5,534
1,293
1,225
1,150
Garages
(cubic feet)
1,218
918
1,443
337
318
300
-
-
-
Total
(cubic feet)
12,781
9,883
16,938
4,183
6,963
3,518
562
1,187
1,184
1,518
1,130
1,120
523
3,650
4,427
5,225
4,370
3,277
902
5,250
5,534
6,828
5,463
4,959
1,365
1,368
1,443
1,781
1,425
1,293
356
14,461
15,588
19,234
15,294
13,337
4,521
820
736
2,640
1,320
3,450
1,725
900
450
10,388
5,941
I
Total Residential Stormwater Generation
Roadway Corridor Roadway
(cubic leet)
Turney Rd. I
9,453
Sidewalk
(cubic feet)
I 1,617
Building
(cubic leet)
I 8,115
Parking
(cubic feet)
I
23,443
I
Residnence*
(cubic leet)
1,807
Total Commercial Stormwater Generation
Chapter XIV
153,592 cu ft I
Total
(cubic feet)
44,435
44,435 cu
nI
Investigation of Impervious Surfaces
41
Xl\NNUAI STORMWATER GENERATION
J
It can be difficult to comprehend the
quantity of generated stormwater spread
over a 150 acre site. A .75" rainfall is
capable ofleaving 1,481.344 gallons of
stormwater on the impervious surfaces of
Garfield Heights destined for the CSS.
Table 1 displays the monthly rainfall
levels of Cleveland, which peaks during the
summer month of June. The average annual
rainfall level for Cleveland is 38" with an
average of 40" of snowfall a year.
(40" of snowmelt equals roughly 4" of
water).
Figure J 5. I Bracken Libra'}, Ball State University
(www.ms/1.com)
Average Monthly Precipitation
Cleveland,Oh,o
30
10
05
To understand the quantity of annual rainfall
on the Garfield Heights community, a
graphic scale will be applied. Figure 15.1
is an aerial image of the five story Bracken
Library, located on the campus of Ball State
University, Indiana.
The structure will be used to measure
against the annual rainfall level, but first the
amount of annual stonnwater generation
must be computed.
Table 15.1 Cleveland Annual Precipitation
Chapter XY
Annual Stormwater Generation
42
i
QU. .tifying Water
Average Annual Stonnwater Generation for
Garfield Heights Community
10,218,215 cu ft
76,437,562 gallons
76,437,562 gallons of stonnwater can be
understood once related to Figure 15.2. The
library's dimensions of215' by 350' and a
70' height accounts for just over half of the
total annual stonnwater generation.
Figure 15.2 Annual Site Rainfall Volume wi Brakcen
Rainfall Levels
Analysis of Chicago, a similar Midwest city, revealed that 98% of stonn events for the city
are 2" or less events. The vast majority of stonnwater flowing over impervious surfaces
are the result of small scale events. This presents a strong benefit of Green Infrastructure
practices that have an elastic response to stonnwater demand allowing the system to fluctuate
with the rainfall event.
Table J5.2
Rainfall Level Percentages for Chicago
(Camarata, p. 12)
Chapter XV
Annual Stormwater Generation
43
X"
Right of Way Analysis
The public right of way, from sidewalk
to sidewalk, presents the optimal. low
impact location for a design focus.
Design philosophy is based on Low
Impact Development (LID) with minimal
disturbance to the existing private
infrastructure of the site.
Type A Roadway
Drive Lane
Parking Lane
Sidewalk
Tree Lawn
Building Setback
18'
7'
5'
12'
Total right of way width: 59'
24' of tree lawn width presents the most
options of all the street types for design area
of influence.
~
The linear potential of the site ties in with
the current storrnwater runoff from the site
along the public right of way with design
working itself into the parking lane area of
the roadway.
Type BRoadway
Drive Lane
Parking Lane
Sidewalk
Tree Lawn
Building Setback
18'
7'
5'
6'
30'
Type C Roadway
Drive Lane
Parking Lane
Sidewalk
Tree Lawn
Building Setback
Figure /6./
18'
7'
5'
2'
25'
Total right of way width: 47'
12' of tree lawn width still allows
for effective design space for Green
Infrastructure projects.
Total right of way width: 39'
The narrowest of the public right of ways,
4' width of total tree lawn still allows for
the 7' parking lane to be utilized for curb
bumpouts
Low Impact Development Realm of Influence
Chapter XVI
Right of Way Analysis
44
x~
Type A Roadway
All residential streets maintain the same
roadway width of25' while being flanked by
two sidewalks with a 5' width per sidewalk.
The variation of street types therefore comes
down to tree lawn widths and building
setbacks from the roadway with Type A
Roadways exhibiting the widest expanse.
r~~
Figure 17.3
Ij;pe A Roadway Vicinity Map
Two of the residential streets qualify
for Type designation. Such roads as
McCracken and Tumey Road were not
considered for classification due to the
use intensity ofthe roadways and lack
of residential street quality to promote
community growth.
The red highlighted region in Figure 17.2
refers to the Type A Roadway Design block
along 114th S1. (see Chapter XXV.)
"
.. ' ,..
j'.,,'
Figure 17.1
II 4th St. Existing Conditions
J'5pe A Roadways
114th Street
Edgepark Drive
.'
.
X~
1. Type BRoadway
Type B Roadways
Thornton Avenue
Wallingford Avenue
Lincoln Avenue
Type B Roadways still allow for moderately
large public project installations to increase
the retention and infiltration potential of the
roadways.
Public Projects include:
Curb Bumpouts- extension of the tree lawn
space into the parking lane of a roadway in
order to capture roadway stormwater.
Figure /B.2
Swale Retention- Depressed tree lawn
areas which allow for storage and eventual
infiltration of excess stormwater runoff.
Figure 18./
Type B Roadway Vicinity Map
Type B Roadways comprise the majority
of east-west streets across the site. The
connection to the busy commercial corridor
of Tumey Road allows for numerous
gateway opportunities demarcating an
entrance into the residential community.
The red highlighted region in Figure 18.2
refers to the Type B Roadway Design block
along Thornton Ave. (see Chapter XXVI.)
Thornton Ave. K'(isting Conditions
Chapter XVIII
T:vpe BRoadway
46
XI
Type C Roadway
Tee Roadwa s
119th Street
117th Street
115th Street
113th Street
112th Street
Plymouth Avenue
Park Hei ts A venue
'----_...... .
The tighter width of Type C Roadways
carries with it a limitation on the storage
potential per installation due to only having
2' width tree lawns. However, the space
enjoys the close proximity of homes making
community enhancement more likely to
stretch across the right of way.
Figure 19.3
7jlpe C Roamvay Vicinity Map
The red highlighted region in Figure 19.3
refers to the Type C Roadway Design block
along 117th. St. (see Chapter XXVII.)
Figure '9. J
II 7th. St. Existing Conditions
Figure 19.2
Type C Roamvay Cross Section
Chapter XIX
47
x):
l.oning Investigation
The site is comprised of four zoned area
types.
Single Family Use- Largely concentrated to
the south of McCracken St., single family
use comprises the majority of the site area
Two Family Use- Situated to the north of
McCracken St., the larger home style lends a
different quality to the community.
* There are a total of 735 housing lots on the
site
U-I Single Family U",
U-Z Two Family Use
lJ.... Retail & Se ...1ce
C~neral Business
Shopping Center
u.s
Retail & Service - Commercial land use is
only located along Turney Road, the western
border to the site.
S.,..,lallJ", Public Service
(ChurdlC5. SdltMJls., Recreation,
Ihl'l'pifal &: City Hd~
Sile Boundary
i i
(Ill FEET)
1 inch = 600 It.
Figure 20.1
I-~
liUlII 11111!~
Garfield Height Township Zoning Map
~" ,~
_,
v~.
" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , ....... , ... , . . . . . . . . . . . . . . . . . . .
~
GQlfteld Heights Zoning Map
Special Use Public Service- Special uses
include an elementary school and Fire Station along Turney Road, and Garfield Park
located to the n0l1heast of the site.
(www.garfieldills.org!
Chapter A::X'
Zoning Investigation
48
X]
Type 1 Residence
Type 1 housing consists of two family
housing units. Due to the larger residence
sizes on Type 1 lots, there is a higher
level of generated storm water from the
impervious surface coupled with the
decreased infiltration potential of the porous
lawn spaces.
Type 1 characteristics, as seen in Table 21.1,
show that there is more impervious surface
on the lot than pervious and that the rooftop
is more than twice the size of the front
lawn. Addressing stormwater runoff will
require high intensity projects, such as rain
gardens and porous pavement, to account
for potential runoff along with the low
intensity measures of rain barrels and lawn
infiltration.
Figure 21. I
Type 1 Lot Location Map
Type 1 housing differs from types 2 & 3 due
to its zoning. It is the only two family use
lots on site, which are all located to the north
of McCracken Avenue.
Aside from their larger size, house character
matches the quality of the neighborhood.
Type 1 Lot Size
Lawn Area
Impervious Area
Total Area
Lawn:lmpervious
Ratio
Front Lawn
Rootop Area
Front Lawn:Rooftop
Ratio
Table 21.1
~vpe
(sqfl)
2,142
2,233
4,375
0.96
540
1125
0.48
1 l~ot Characteristics
Figure 21.2
T:-vpe 1
McCracken & 11 7th St.
Chapter XXI
Type 1 Residence
49
XJ
Type 2 Residence
A majority of the site is comprised of Type
2 housing units. They are zoned single
family use just as Type 3 units are. The main
difference lies in housing style. Compared
to Type 3, the roof area is larger while the
character of the house has more pitched
roofs as in Figure 22.2.
Stormwater from Type 2 Residences, though
smaller than Type 1, will still require some
high intensity rain garden installations along
with the low intensity projects.
Lawn to impervious surface area begins
to grow with Type 2 units, which aides the
infiltration potential of the residences.
Type 2 units follow the main north-south
streets of the site. They are the main housing
type to the north of Wallingford Avenue, and
continue south following 117th, 115th, &
114th Streets to Granger Road.
Type 2 Lot Size
(sqjt)
Lawn Area
Impervious Area
Total Area
Lawn:lmpervious
Ratio
Front Lawn
Rootop Area
Front Lawn:Rooftop
Ratio
Table 22.1
3,445
2,252
5,697
1.53
1,400
900
1.56
Type 2 Lot Characteristics
Figure 22.2
11 4th Street
Type 2 Residence along
Chapter XXII
'"(vpe 2 Residence
50
X~
f. Type 3 Residence
Type 3 residences present the greatest
opportunity for low impact development.
The front lawn to rooftop, as determined by
the Washington D.C. study (see Chapter XI:
Precedent Studies, Green Buildout Model)
allows for direct downspout from rooftops
to infiltrate into the front lawn. This coupled
with rain barrels will provide enough of an
impact to reduce Type 3 storrnwater runoff.
Figure 23.1
Type 2 Lot Location Map
Pockets of Type 3 residences can be
identified by their compact house character.
While Type 1 & 2 housing characters differ
within their classifications, Type 3 units are
an identical layout.
Type 3 Lot Size
Lawn Area
Impervious Area
Total Area
Lawn:lmpervious
Ratio
Front Lawn
Rootop Area
Front Lawn:Rooftop
Ratio
Table 23.1
(<;qft)
3,445
1,955
5,400
1.76
1,110
675
1.64
Type 3 Lot Characteristics
Figure 23.2
119th Street
Type 3 Residence along
Chapter XXIII
Type 3 Residence
51
XXIV. Residential Green InfrasL dcture
Detailed Designs
The following pages detail three green street
and three residential lot designs:
Type A ROW
114th Street
Type B ROW
Thornton Avenue
TypeCROW
117th Street
Type 1 Residence
Type 2 Residence
Type 3 Residence
Figure 24.i
Chapter ..ITIV
Design Realm ofinfluence
Residential Green Infrastructure
52
Xl
TYPE A ROADWAY - EXISTING CONDITIO!
114TH ST.
For Single Block between McCracken Ave. & Wallingford Ave.
Right of Way (ROW)
Hydrology
The street corridor ROW is comprised of
two 9' drive lanes and a 7' parking lane
along the east curb. The crested roadway
sheets runoff to the curbed edges. Drop
inlets are situated at the north intersection,
and midpoint of the block.
Storrnwater runoff flows from south to north
along the roadway. Runoff that does not
enter the drop inlets at the intersection of
Wallingford and 114th from the west flows
into the block. The elevated residential plots
likewise contribute any excessive runoff
from the private property.
12' tree la\\'ns buffer the sidewalks from the
roadway.
D
Figure 25.1
114th Street ROW Existing Conditions between McCracken Ave. & Wallingford Ave.
ChapterXXY
J:vpe A Roadway: Existing Conditions
53
TYPE A ROADWAY - PROPOSED DESIGN]I
.eH ST.
114th Street Stormwater Reduction
ROW + Drive
Stormwater
Generation
(cuft)
2,743
3,642
5,485
ROW
Stormwater
Generdtion
(cuft)
1,236
1,648
2,471
Private Drive
Stormwater
Generation
(cufi)
1,507
1,994
3,014
:,21'
3,195
4,019
7.314
3,628
3,628
3,628
3,628
3"
4,943
6,591
6,028
8,037
10,971
14,628
3,628
3,628
Rainfall
Level
(in)
.75"
I"
IS
4"
Table 25.1
Bumpout
Storage Area
(~qft)
Projected Total
Retention/lnfiltr.ltion
Potential*
(cuft;
9,650
9,650
9,650
ROW
StormwaterlStorage
Difference
(cuft)
9,533
9,121
8,298
ROW + Drive
StormwaterlStorage
Difference
10,769
7,474
3A55
10,769
10,7
5,826
4,178
-202
-3,859
Swale
Storage
Potential**
(cuft)
1,119
1,1\9
1,119
Total Projected
Storage
Potential***
(cuft)
10,769
10,769
10,769
9,650
1,119
9.650
9,650
1,119
1,119
Stormwater Generation & Storage for Varying Rainfall Levels
(culV
8,026
7,127
5,284
* See page 52
** See page 52
Summa
*** The combined Swale
Impervious Roadway Reduction
Total Impervious Roadway
Percentage Reduction
1,315sqft
14,125 sq ft
9.31%
Stormwater Reduction
82.1875 cu ft
& Retention/Infiltration Potential
Parking Lane
111.0'
...
LD.
[~1
Cd
II 4th Street ROW Proposed Design between McCracken Ave. & Wallingford Ave.
Chapter XXV
Type A Roadway: Proposed DeSign
54
TYPE A ROADWAY - DESIGN DETAILS 114t
ST.
For Single Block between McCracken Ave. & Wallingford Ave.
Design Elements
5 Curb Bumpouts
2 Swale Storage Basins
17 Street Trees
The altered dynamic benefits from the
street front additions of garden spaces and
street trees. Curb Bumpout rain gardens
wi11 add color and vitality to the street as
the design aims to build a neighborhood
from the roadway out.
The 114th Street design successfully
accounts for storm events beyond a 2"
rainfall, which accounts for 98% of annual
stonn events.
(b)
Figure 25.4 a, b 114th Street Curb Bumpout Detail
Chapter A:'XV
Type A Roadway: Design Details
55
XJ
f. TYPE B ROADWAY -EXISTING CONDITI(
For Single Block between Turney Rd. & H2th St.
., THORNTON AVE.
Right alWay (ROW)
Hydrology
The street corridor ROW is comprised
of two 9' drive lanes and a 7' parking
lane along the southern curb. The crested
roadway sloping from west to east sheets
runoff to the curbed edges. Drop inlets
are situated at the east intersection, and
midpoint of the block.
Stormwater runoff flows from west to east
along the roadway. Runoff from Turney
Road enters to site from the western
intersection. The elevated residential plots
likewise contribute any excessive runoff
from the private property.
6' tree lawns buffer the sidewalks from the
roadway.
o
Cl)
N
Figure 26.1
Thornton Avenelle ROW Existing Conditions between Turney & 112th Street
Chapter XXVI
Type BRoadway: E,xisting Conditions
56
TYPE BROADWAY - PROPOSED DESIGN TR
.l{NTON AVE.
Thornton Avenue Stormwater Reduction
----
Rainfall
Level
(in)
.75"
I"
1.5"
ROW
Stormwater
Generation
(CII fl)
1,519
2,026
3,039
Private Drive
Stormwater
Generation
(clIjV
1,035
1.380
2,070
4.052
6,078
8,103
2"
ft
3
4"
Table 26.1
ROW+ Drive
Stormwater
Generation
(cuft)
2,554
3,406
5,109
Bumpout
Storage
(sqj;)
2,586
2.586
2,586
Projected Total
Retcntionllnfiltration
I'otential*
(cuft)
6,879
6,879
6.879
2,760
6,812
2,586
4,140
5,520
10,218
13,623
2,586
2,586
6,879
Swale
Storage
Potential**
(cll.fiJ
1,880
1,880
1,880
I,R80
Total Projected
Storage
Potential***
(cuji)
8,759
8,759
8.759
8,759
6,879
6,879
1,880
1,880
8,759
8,759
ROW
StormwaterlStorage
Difference
(Cliff)
7,240
6,733
5,720
4,707
2,68(
655
ROW + Drive
StormwaterlStorage
Difference
(clI.fi)
6,205
5,353
3.650
1,947
-1,459
-4,865
* Set: page 52
Storm water Generation & Storage for Varying Rainfall Levels
** See page 52
*** Tht: comhint:d Swale Storage
Summary Impact of Proposed Changes
Impervious Roadway Reduction
Total Impervious Roadway
Percentage Reduction
& Retention/Infiltration Potential
1,330 sq ft
17,160 sq ft
Storm water Reduction
Table 26.2
Type B Impervious Reduction
Figure 26.2
Figure 26.3
Thornton Avenue ROW Proposed Design between Turney & li2th Street
Chapter XXVI
Centerline Detail
Type B Roadway: Proposed Design
57
TYPE BROADWAY - DESIGN DETAILS TH{
NTON AVE.
For Single Block between Turney Rd. & 112th St.
Thornton Avenue is one of the gateways
to the community as people transfer from
public to private streets coming off of
Turney Road.
Design Elemenbi
5 Curb Bumpouts
2 Swale Storage Basins
17 Street Trees
The Green Street benefits from curb
bumpouts located next to existing drop
inlets allowing for runoff retention before
it reaches the CSS.
Figure 26.5
Chapter XXVI
Thornton Avenue Green Street
Type B Roadway: Design Details
58
Xj
H. TYPE C ROADWAY - EXISTING CONDITL
For Single Block up to McCracken Ave.
~S 117TH ST.
RighI of Way (ROW)
Hydrology
The street corridor ROW is comprised of
two 9' drive lanes and a 7' parking lane
along the east curb. The crested roadway
sloping from south to north sheets runoff to
the curbed edges. Drop inlets are situated at
the north bend, and midpoint of the block.
Stormwater runoff flows from south to north
along the roadway. Runoff from McCracken
Avenue enters to site from the southern
intersection. The elevated residential plots
likewise contribute any excessive runoff
from the private property.
2' tree lawns buffer the sidewalks from the
roadway.
DO
Figure 27.1
f 17th Street ROW Existing Conditions up to McCracken Avenue
Chapter XXVII
Type C Roadway: Existing Conditions
59
fYPE C ROADWAY - PROPOSED DESIGN 11 (
.-1 ST.
117th Street Storm water Reduction
Rainrall
Level
ROW
Stormwater
Generation
(in)
h'ufl)
.75"
1"
1.5"
1,445
1,927
2,891
Private Drive
Stormwater
Generation
(cuft)
935
1,247
1,870
ROW + Drive
Stormwater
Generation
(cuil)
2.380
3,174
4,761
Bumpout
Storage
(sqfi)
2.868
2,868
2.868
6,348
9,521
12,695
2,868
2,868
2.868
..",
3,854
2,493
~"
.1
5,781
7,708
3,740
4,987
4"
Table 2 7.1
Projected Total
Retentionll nfiltration
Potential"
(cuft)
7,629
7,629
7,629
Swale
Storage
Potential"*
(('/Iii)
5,724
5,724
5,724
Total Projected
Storage
Potential***
(('/Iii)
13,353
13,353
13,353
ROW
StormwaterlStorage
Difference
(cu/i)
11,908
11,426
10,462
ROW + Drive
StormwaterlStonlge
Difference
(cuii)
10,973
10,179
8,592
7,629
5,724
13,353
9,499
7,629
7,629
5,724
5,724
13,353
13,353
7,572
5,645
7.005
3,832
658
* See page 52
Storm water Generation & Storage for Varying Rainfall Levels
** See page 52
Summary Impact of Proposed Changes
Impervious Roadway Reduction
Total Impervious Roadway
Percentage Reduction
*** The combined Swale Storage
& Retention/Infiltration Potential
1,687 sq ft
J6,875 sq ft
10.00%
Stormwater Reduction 105.4375 cu ft
Table 27.2
Roadway Centerline
Type C Impervious Reduction
Swale Storage
Surface Flow
I
I
I
L______
--l
D
Figure 27.2
D
f17th Street ROW Proposed Design up to McCracken Avenue
Chapter XXVII
r:vpe C Roadway: Proposed Design
60
TYPE C ROADWAY - DESIGN DETAILS 1171
ST.
For Single Block up to McCracken Ave.
Figure 27.3
J17th Street Design Detail
Design Elements
5 Curb Bumpouts
2 Swale Storage Basins
1 Rain Garden
13 Street Trees
The bend of 117th Street marks the
northeastern point of the site and therefore
the low point where surface runoff
ultimately flows. Due to its elevation and
location alongside Garfield Park, the bend
offers the ideal location for a community
rain garden, creating a public place to learn
and enjoy storm water management.
2' tree lawns dictate that curb bumpout
design be long, linear retention basins. An
existing infrastructure of street trees would
make it an easy transition to enhance the
community.
Figure 27.4
Chapfer XXVII
Type C Roadway: Design Details
61
XJ
III. TYPE 1 RESIDENCE - EXISTING CONDF
Along Park Heights Ave.
The Park Heights Avenue Residence
generates 140 cubic feet of total impervious
runoff from a .75" rainfall. The typical Type
1 Lot consists of more impervious surface
than porous lawn area.
JNS
Type 1 Residential Lot- Park Heights Ave.
Garage
House
Driveway
Total
Table 28.1
Rain Barrels
square feel
cubicfeel
gallons
252
1,125
856
2,233
15.75
70.31
53.5
139.56
118
526
400
1,044
Type 1 Impervious SllIiace Analysis
Rooftops generate the
largest quantity of runoff
at 85 cu ft between garage
& residence. Rain barrels
provide a quick and low
impact result for
disconnecting downspouts
Figure 28.1 Residential Rain Garden
from the CSS.
(Camarata. p. 43)
The barrel sizes used for residential
applications are 55 gallons and 70 gallons.
Stormwater runoff from a residence comes
from sheet flow from driveway surfaces
to the public ROWand direct downspout
connections to the CSS from rooftops. It is
a benefit to be accounted for that collected
runoff can be used for future residential
water applications such as irrigation.
Figure 28.2
Type I Existing RunoiJHydrology
Chapter XXVIII
Type 1 Residence: Existing Conditions
62
TYPE 1 RESIDENCE - PROPOSED GREE
Green
Infrastructure
Design
Rainfall
Level
(in)
Application
Number
ain Barrels
Rain Barrels
Rain Garden
2
4
TOTAL
Table 28.2
1
I
1
1
Garage
Residence
2
2
2
2
Garage
Residence
DriV;V1
.y
Drivewax
.. NFRASTRUCTURE APPLICATIONS
Storage
Potential
(cuft)
18.72
37.43
108.00
140.00
304.15
Total Runoff
Potential
(cujt)
15.75
35.00
35.00
53.50
139.25
Stormwater
Storage
(cult)
15.75
35.00
35.00
53.50
139.25
Percentage
Reduction
100%
100%
100%
100%
100%
Remaining
Storage
Potential
(cuft)
2.97
2.43
73.00
86.50
164.90
Rain Barrels
Rain Barrels
Rain Garden
Porous Pavement
TOTAL
2
4
1
1
18.72
37.43
108.00
140.00
304.15
21.00
46.88
46.88
71.33
186.08
18.72
37.43
46.88
71.33
174.35
89%
80%
100%
100%
94%
-2.28
-9.44
61.13
68.67
118.06
Rain Barrels
Rain Barrels
Rain Garden
Porous Pavement
TOTAL
2
4
1
1
18.72
37.43
108.00
140.00
304.15
42.00
93.75
93.75
142.67
372.17
18.72
37.43
108.00
140.00
304.15
45%
40%
115%
98%
82%
-23.28
-56.32
14.25
-2.67
-68.02
Residential Lot Slormwaler Generation & Storage for Varying Rainfall Levels
Chapter XXVIII
1 Residence: Proposed Applications
63
TYPE 1 RESIDENCE - DESIGN DETAILS
Along Park Heights Ave.
Garaie
Rain Barrels
15 eu ft
Residence
Rain Barrels 35 eu ft
Rain Garden 35 eu ft
Driveway
Porous Pavement 53 eu ft
100% Storage Potential from a .75" rainfall
event
~):pe
I Design Details
Green Infrastructure Application
Figure 28.3
6
1
1
Type J Proposed Hydrology
Chapter ",¥XVIII
Rain Barre Is
Rain Garden (55 sq ft)
Porous Pavement (140 sq ft)
Type 1 Residellce: Design Details
64
XJ~. TYPE 2 RESIDENCE - EXISTING CONDITt
"~S
Along 117th St.
The main housing type of the project site,
Type 2 Residences allow for a mix of low
and high impact applications. Rain barrel
Garage
House
Driveway
capture matched with lawn infiltration and
rain garden installations cover the full
potential of stormwater capture from a
Type 2 Residential Lot- I 17th St.
square.feet
cubic/eel
432
27
900
56.25
920
57.5
Total
Table 29.1
private residence
2,252
140.75
gallons
202
420
430
1,052
Type 2 Imperviolls SUI/ace Analysis
Rain Gardens
Rain gardens present a more high impact
and high infiltration capability. The
functional garden space located in the front
yard of residence provides a uniting street
feature to a community that implements a
green street project.
27 cu ft
With the elevate slope
of the residences from
the roadway, rain
gardens also provide
a final retention buffer
between the private and
public realm and the
stormwater generated
and accounted for from
Figure 29.1
Residential Rain Garden
(www.bellramiswcdorg)
each.
Figure 29.2
Type 2 Existing RunoffHydrology
Chapter XXIX
l}pe 2 Residence: Existing Conditions
65
TYPE 2 RESIDENCE - PROPOSED GREB
Green
Infrastructure
Design
Rainfall
Level
(in)
0.75
0.75
0.75
0.75
0.75
Table 29.2
. . NFRASTRUCTURE APPLICATIONS
Storage
Potential
(cuft)
37.43
16.71
71.50
459.38
140.00
725.02
Total Runoff
Potential
(Clift)
'77.00
14.06
28.13
14.06
57.50
140.75
Stormwater
Storage
(cuft)
27.00
14.06
28.13
14.06
57.50
140.75
Percentage
Reduction
100%
100%
100%
100%
100%
100%
Remaining
Storage
Potential
(cuft)
10.43
2.65
43.38
445.31
82.50
584.27
Application
Number
Rain Barrels
Rain Barrels
Rain Garden
Lawn Infiltration
Porous Pavement
TOTAL
4
2
I
I
I
Rain Barrels
Rain Barrels
Rain Garden
Lawn Infiltration
Porous Pavement
TOTAL
4
2
I
I
1
37.43
16.71
71.50
437.50
140.00
703.14
36.00
18.75
37.50
18.75
76.67
187.67
36.00
16.71
37.50
18.75
76.67
185.63
100%
89%
100%
100%
100%
99%
1.43
-2.04
34.00
418.75
63.33
515.47
Ra in Barrels
Rain Barrels
Rain Garden
Lawn Infiltration
Driveway Porous Pavement
TOTAL
4
2
I
I
I
37.43
16.71
71.50
350.00
140.00
615.64
72.00
37.50
75.00
37.50
153.33
375.33
37.43
16.71
71.50
37.50
140.00
303.14
52%
45%
95%
100%
91%
81%
-34.57
-20.79
-3.50
312.50
-13.33
240.31
Garage
Residence
Drivewa:::
I
I
I
1
1
Garage
Residence
2
2
2
2
2
Garage
Residence
Driveway
Residential Lot Stormwater Generation & Storage for Varying Rainfall Levels
Chapter XXIX
Type 2 Residence: Proposed Applications
66
TYPE 2 RESIDENCE - DESIGN DETAILS
Along 117th St.
Figure 29.3
Gara2e
Rain Barrels
27 eu ft
Residence
Rain Barrels
14 eu ft
Lawn
Rain Garden
14 eu ft
28 eu ft
Driveway
Green Infrastructure Application
Figure 29.4
6
1
1
Porous Pavement 57 eu ft
100% Storage Potential from a .75" rainfall
Rain Barrels
Rain Garden (35 sq it)
Porous Pavement (140 sq ft)
event
Chapter J¥XIX
Type 2 Residence: Design Details
67
X]
TYPE 3 RESIDENCE - EXISTING CONDITI(
Along 119tb St.
With the largest from lawns, Type 3 homes
will enjoy the lowest impact on their
existing infrastructure. Direct
disconnect of the downspouts
to the front lawn allow the
lawn to efficiently infiltrate
the stormwater
.S
Type 3 Residential Lot- 119th. St.
Garage
Hou.."e
~
..
~Q~iveway
square/eet
480
675
800
cubic/eet
30
1,955
Total
Table 30.1
gallons
224
42.l9
315
50
374
122.19
913
Type 3 Impervious SUI/ace Analysis
Figure 30.1 Downspout Disconnect
Porous Pavement
(Camarata, p. 43)
Driveways create a good majority of the
total runoff from a residential site that
likewise creates a direct connection to the
public ROW.
A solution to the issue outside of
adjustments to the landscape would be
the installation of a porous strip along the
driveway. Following the linear nature of
the driveway, the strip will collect water
as it migrates down the sloped impervious
surface to the roadway.
Figure 30.2 Porous Driveway Strip
(Camarata, p. 5)
Figure 30.3
Type 3 Existing RunoffHvdrology
ChapterXXX'
Type 3 Residence: Existing Conditions
68
TYPE 3 RESIDENCE - PROPOSED GREIf
Green
Infrastructure
Design
Rainfall
Level
Application
Number
Rain Barrels
Rain Barrels
La"ffl Infiltration
Porous Pavement
TOTAL
4
2
1
I
Rain Barrels
Rain Barrels
Lawn Infiltration
Porous Pavement
TOTAL
4
2
I
I
Rain Barrels
Rain Barrels
Lawn Infiltration
Porous Pavement
TOTAL
4
2
I
I
(in)
0.75
0.75
0.75
0.75
1
1
I
1
2
2
2
2
Table 30.2
Garage
Residence
Driveway
Garage
Residence
Driveway
Garage
Residence
Driveway
INFRASTRUCTURE APPLICATIONS
Storage
Potential
(cuft)
37.43
16.71
364.22
140.00
Total Runoff
Potential
(cuft)
30.00
10.55
31.64
50.00
Stormwater
Storage
(cuft)
30.00
10.55
31.64
50.00
Percentage
Reduction
100%
100%
100%
100%
Remaining
Storage
Potential
(cuft)
7.43
6.16
332.58
90.00
558.36
122.19
122.19
100%
436.17
37.43
16.71
346.88
140.00
40.00
14.06
42.19
66.67
37.43
14.06
42.19
66.67
94%
100%
100%
100%
~2.57
2.65
304.69
73.33
541.02
162.92
160.35
98%
378.10
37.43
16.71
277.50
140.00
80.00
28.13
84.38
133.33
37.43
16.71
84.38
133.33
47%
59%
100%
100%
-42.57
-11.41
193.13
6.67
471.64
325.83
271.85
83%
145.81
Residential Lot Stormwater Generation & Storage for Varying Rainfall Levels
Chapter XXX
Tvpe 3 Residence: Proposed Applications
69
TYPE 3 RESIDENCE - DESIGN DETAILS
Along 119th St.
Figure 30.4 Type 3 Proposed Hydrology
Garal:e
Rain Barrels
30 eu ft
Residence
Rain Barrels
Lawn
10.S eu ft
31.5 eu ft
Driveway
Figure 30.5
Ij;pe 3 lJes(l!,n Details
Green Infrastructure Application
Porous Pavement SO eu ft
6
1
100<% Storage Potential from a .7S" rainfall
event
Chapter XXX
Rain Barrels
Porous Pavement (140 sq ft)
r."pe 3 Residence: Design Details
70
Xl
I. WORKS CITED
Avelleneda, Pedro, Thomas Ballestero, Joshua Briggs, George Fowler, James Houle and Robert Roseen. Water Quality & Flow
Performance-Based Assessments of Stormwater Control Strategies During Cold Weather Months. Municipal Stormwater Conference:
Washington D.C., 16-19 June 2008.
Beach, David and Joseph A. MacDonald. Saving a Shared Asset. Planning, August-September 2008.
Busiek, Brian, Jenny Molloy, Micheal Sullivan, Meredith Upchurch and Heather Whitlow. Expanding the Green Build-Out Model to
Quantify Stormwater Reduction Benefits in Washington. DC. Municipal Stormwater Conference: Washington D.C., 16-19 June 2008.
Camarata, Mark. 2009 A Green Vision for CSO Long-Term Control Planning in Philadelphia: How Green Can One City Get? Green
Infrastructure Webcast Series presented at URS Corporation, Cleveland OH.
Combined Sewer Overflow: An Overview. 3 November 2008. The Northeast Ohio Regional Sewer District. 9 November 2008,
<http://www.neorsd.org/cso.php>.
Farr, Douglas. Sustainable Urbanism: Urban Design with Nature. New Jersey: Jolm Wiley & Sons, 2008.
Leib, Amy, Mark Maimone and Howard Neukrug. Philadelphia's Stormwater and CSO Programs: Putting Green First. Municipal Stormwater
Conference: Washington D.C., 16-19 June 2008.
MacMullan, Ed, Sarah Reich and Bryce Ward. The Effect of Low Impact Development on Property Values. Municipal Stormwater Conference:
Washington D.C., 16-19 June 2008.
McHarg, Ian. Design With Nature. New York: Jolm Wiley & Sons, 1992.
Street Edge Alternatives (SEA Streets) Prqject 2008. Seattle Public Utilities. 19 Oct 2008
<http://www.seattle.gov/UTILIAbout_SPU/Drainage_&_Sewer_SystemlNatural Drainage_Systems/Street_Edge_AIternatives/index.asp>.
U.S. Environmental Protection Agency. Combined Sewer Overflows. 1 April 2009, National Pollution Discharge Elimination System. 11 Oct.
2008. < http://cfpub.epa.gov/npdes/home.cfm?program id="5>.
Chapter XXXI
Wl:>rks Cited
71
INDIX A NEORSDDATA
CSO
ldenlllleetlon
_
CSO I.ocatlon·
_,lion
1m.. BETW[EN om T~AC~S
........berof
0Y«11oWs .....
yea,
(ESTINATE)
17
211
HINE·Wl!.E 01££1(. [AST Of COlT
21Z
8£~YOIR
214
8£H1N!) AM(RICAN $T[£l 5UPI'll£S "SARA-NAC 1lO. & Ii. 11'0TII Sf. A.lONG Rl\ fRACKS
61
215
WEST SfI)( Of DOAN BROOK II' Sf. (!.AIR AY[>iU£
(l
216
M:Sf or PARlIGATE AVL & [AST BLVO. EAST SlO[ Of DOM/BROOK
217
WEST or MARTIN UJTHElIIWfG ~YO." L 98TH ST. ~ASf SlOE Of OOAN BROOK
53
242
E. 14211D $1. & LAKESHORE BLVD.
14
o
BlYO. OPI'OSlTt Q\lII.U4'1!S AVQ(ASr $ll)E Of ClKlJIl
246
IIROADWAY AVr. ;llMILL CREEK. EAST "'ALL or BRIOO[
247
(ASf BLVD. ijl CRANWOOO CREEK. NORTH Of TIIORNHURST AVE.
32
o
249
.450' EAST Of £. 119TII ST.li 2SI>' NOI!T!i Of !oICCRACKEN flO.
Ii
250
ALONG CUYAHOGA RIVER. 370' SOUTH Of CANAL RD•• EAST SlOE OF 1-77 BRIOG(
13
251
ALONG 8&0 RR TRACKS. 2200' NORTH OF CANAL 100.
49
Cleveland CSO Frequency Chart
U. f.t.)TfPtY~&.-'-"f.NtI'lMc
<At(TV'; 't
'IUrlll(~
4ft ..
H
;(l!}ttlt'llY "","''''\I[,}<l aj1fn"l
>(!l!flfl(. ,*,iiM(!
~
AAr ...
#;nf:I1t'VTI\t-U"\II'NT !'lM;f
Y.HHIll.~ ~,R\1Cr .. ftA
IJi"'II'l ,... t.\tHtJ\l ok ~~"".,..«
"t-:Vh!H1MtM
Cleveland NEORSD Treatment Regions
72
Ai
ZNDIX B SOIL DESCRIPTIONS
Available Water Capacity (AWC)Refers to the quantity of water that the
soil is capable of storing for use by plants.
The capacity for water storage is given in
centimeters of water per centimeter of soil
for each soil layer. The capacity varies,
depending on soil properties that affect
retention of water. The most important
properties are the content of organic matter,
soil texture, bulk density, and soil structure,
with corrections for salinity and rock
fragments. Available water capacity is an
important factor in the choice of plants or
crops to be grown and in the design and
management of irrigation systems. It is not
an estimate of the quantity of water actually
available to plants at any given time.
Available water supply (AWS) is computed
as Awe times the thickness of the soil.
For example, if AWe is 0.15 crnJcm, the
available water supply for 25 centimeters of
soil would be 0.15 x 25, or 3.75 centimeters
of water.
Saturated Hydraulic Conductivity (Ksat)Refers to the ease with which pores in a
saturated soil transmit water. The estimates
are expressed in temlS of micrometers per
second.
Hydrolol:ic Soil Group Ratinl:J
,ased
They are based on soil characteristics
observed in the field, particularly structure,
porosity, and texture. Saturated hydraulic
conductivity is considered in the design
of soil drainage systems and septic tank
absorption fields. For each soil layer,
this attribute is actually recorded as three
separate values in the database. A low
on estimates of runoff potentiaL Soils are
assigned toone of four groups according
to the rate of water infiltration when the
soils are not protected by vegetation, are
thoroughly wet, and receive precipitation
from long-duration storms. The soils in the
United States are assigned to four groups
(A, B, e, and D). The groups are defined as
value and a high value indicate the range
of this attribute for the soil component. A
"representative" value indicates the expected
value of this attribute for the component.
For this soil property, only the representative
value is used. The numeric Ksat values have
been grouped according to standard Ksat
class limits
follows:
Group B. Soils having a moderate
infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep,
moderately well drained or well drained
soils that have moderately fine texture to
moderately coarse texture. These soils have
a moderate rate of water transmission.
Group C. Soils having a slow infiltration
Drainaee Class- refers to the frequency and
duration of wet periods under conditions
similar to
rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes
the downward movement of water or soils of
moderately fine texture or fine texture. These
soils have a slow rate of water transmission.
those under which the soil formed.
Alterations of the water regime by human
activities, either through drainage or
irrigation, are not a consideration unless they
have significantly changed the morphology
of the soil. Seven classes of natural soil
drainage are recognized-excessively drained,
somewhat excessively drained, well drained,
moderately well drained, somewhat poorly
drained, poorly drained, and very poorly
73